Flood Mitigation at the Downstream Areas of a Transboundary River
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Water Utility Journal 3: 33-42, 2013. © 2013 E.W. Publications Flood mitigation at the downstream areas of a transboundary river C. Papathanasiou1, D. Serbis2 and N. Mamassis3 1 Civil Engineer, PhD candidate, Research associate, Department of Civil Engineering, National Technical University of Athens University of Athens, Greece, e-mail: [email protected] 2 Civil Engineer, PhD candidate, Department of Civil Engineering, National Technical University of Athens University of Athens, Greece, e-mail: [email protected] 3 Assistant Professor, Department of Civil Engineering, National Technical University of Athens University of Athens, Greece, e-mail: [email protected] Abstract: Floods in the basin of the Ardas river, a transboundary river that has its springs in Bulgaria and its outlet in Greece, have often created havoc and caused millions of damage, especially in downstream Greek areas, which repeatedly receive unregulated flow from upstream dams. More specifically, the Ardas river, a tributary of the Evros river, flows for 241 km in Bulgaria and for only 49 km in Greece and its catchment stretches for 5.200 km2 (94% of the total area) in Bulgaria and for 350 km2 (6% of the total area) in Greece. Three large dams along the river have been constructed in Bulgaria (Kardzhaly, Studen Kladenets and Ivaylovgrad), the last one, Ivaylovgrad dam, being in short distance (approx. 15 km) from the transnational borders. During heavy rain, excessive flow from Ivaylovgrad dam is often released downstream, in order to relieve the reservoir that is kept at maximum level for energy production reasons. As a result, the downstream areas, also affected by the same heavy rain events, need to regulate large flows, often with inadequate response time and relevant means. The present study describes an approach to estimate flood water levels in the Greek territory, caused by both intense rain events and increased releases from the upstream dam. For this purpose the study area was divided into three sub-basins and the corresponding flood volumes were calculated using several methodologies. Given the fact that downstream areas are proved to be in high risk in terms of flooding, a series of structural and non-structural measures for the downstream area is examined and the paper concludes with an approach towards the confrontation and mitigation of flood effects in transboundary river basins.. Key words: Transboundary river, hydrological analysis, hydraulic analysis, flood extent, flood mitigation, structural and non- structural measures. 1. INTRODUCTION The Ardas river, a tributary of the river Evros, is a transboundary river that has its sources in Bulgaria and its outlet in Greece. The river springs are located in the north slopes of the Bulgarian Rhodope Mountains. The river flows for 290 km in total before reaching its outlet, out of which 241 km in Bulgarian and 49 km in Greek terrain. The Ardas outlet falls in the Evros river, which is the natural Greek – Turkish border. The basin of the river Ardas stretches for appr. 5.550 km2, out of which 5.200 km2 (or 94%) in Bulgaria and 350 km2 (or 6%) in Greece. During the decade 1950 – 1960 three large dams were constructed in Bulgaria: Kardzhaly (upstream dam), Studen Kladenets and Ivaylovgrad (downstream dam), with a total storage capacity exceeding 1 billion m3. These dams, also referred as Arda hydro power cascade, were mainly constructed for hydropower production purposes and have a total installed capacity equal to 270 MW (106 MW, 60 MW and 104 MW respectively) and a mean annual electricity generation equal to 609 GWh (160 GWh, 244 GWh and 195 GWh respectively) (NEK, 2007). In Greek territory, Kyprinos dam, a hydropower dam with an installed power capacity equal to 2.6 MW serving also irrigation purposes, was constructed in 1969. Flood protection structures in the downstream areas include a natural bank formed just before Komares bridge and several levees constructed along the Ardas river. The structures are adequate only for low intensity flood events, and as a result the area is vulnerable to floods, which are quite frequent. The exact location and the extent of the Ardas river basin are presented in Figure 1. 34 C. Papathanasiou et al. Figure 1: The river basin of the transboundary Ardas river in Bulgaria and Greece. To maximize potential hydropower, reservoirs in Bulgarian dams are kept at high levels. As a result, massive water volumes are released from upstream dams to the downstream areas during periods of heavy rainfall. These volumes need to be controlled downstream, often with inadequate response time and relevant means. Therefore, several downstream areas are flooded causing havoc and millions in damaged property and livestock. A methodology was applied for the estimation of flood water levels in Greek areas caused by both intense rainfall events and increased releases from the upstream dam. The results of this estimation are presented in this paper and highlight the need for adoption of appropriate measures for flood mitigation at the downstream areas of the Ardas river. A list of both structural and non- structural measures that could be adopted in the area is compiled, the positive and negative aspects of each measure are commented and an integrated approach to flood mitigation is suggested. 2. METHODOLOGY The study area includes the area downstream Ivaylovgrad dam extended until the outlet of the basin to the Evros river. Based on topographic features, this area was divided into 3 sub-basins (A, B and C) which are presented in Figure 2, the main characteristics of which are listed in Table 1. Particularly for the hydrographic network, the Shreve classification method (Shreve, 1966) was adopted. Figure 2: Hydrographic network (a) and altitude map (b) of the study area. Water Utility Journal 5 (2013) 35 Table 1. Main topographic and hydrographic network characteristics of the 3 sub-basins Total Basin Sub-basins Ivaylovgrad Lochias Ivaylovgrad Dam – Lochias Basin characteristics stream – Dam Lochias stream Evros River – Evros River stream (A) (B) (C) Area (km2) 495.85 154.03 241.95 99.87 Circunference (km) 131.23 68.86 77.49 72.36 Lenght of main watercourse (km) 44.99 18.69 26.30 38.48 Maximum altitude H (m) +537 +534 +265 +567 Altitude of basin inlet (m) +100 +100 +55 +537 Altitude of basin outlet (m) +35 +55 +35 +55 Stream order (by Shreve) 37 22 15 41 Length (km) 44.99 18.69 26.30 38.48 In order to produce design storms for different return periods for the study area Intensity – Duration – Frequency (IDF) curves had to be constructed. Numerous methods exist in order to carry out this analysis (Chow et al., 1988). The Gumbel (Extreme Value Type I) Distribution seems to fit best to extreme events (both floods and droughts) and was considered more appropriate for this analysis. To this end, rainfall datasets were collected from Alexandroupolis station, a meteorological station owned by the Hellenic National Meteorological Service (HNMS) that is closer to the study area. The datasets were properly processed and the resulting properties of the Gumbel distribution are presented in Table 2. Table 2. Statistical characteristic of rainfall timeseries available for the study area. Property Value 5 min 10 min 15 min 30 min 1 hr 2 hrs 6 hrs 12 hrs 24 hrs n 15 15 15 15 15 15 15 15 15 Average x 84.72 64.32 52.59 36.76 22.77 14.55 6.89 4.10 2.22 Standard Deviation sx 27.10 26.02 21.10 16.65 8.46 4.33 2.32 1.45 0.88 λ 0.05 0.05 0.06 0.08 0.15 0.30 0.55 0.88 1.46 c 72.53 52.61 43.09 29.27 18.96 12.60 5.85 3.44 1.82 Based on this analysis, IDF curves were produced for different return periods and are presented in Table 3. Table 3. IDF curves developed for different, specific return periods T IDF curves 2 i = 19.43 * t -0.647 5 i = 26.21 * t-0.649 10 i = 30.69 * t-0.650 20 i = 34.98 * t-0.651 50 i = 40.53 * t-0.651 100 i = 44.69 * t-0.652 200 i = 48.84 * t-0.652 500 i = 54.30 * t-0.652 1000 i = 58.43 * t-0.652 A regression analysis performed for these curves resulted in the development of a general expression for the IDF curves for any return period in the study area (Equation 1). i = 19.79 * T 0.167 * t–0.651 (1) 36 C. Papathanasiou et al. Two methods were applied for the development of synthetic Unit Hydrographs (UH) for each sub-basin, i.e. the Snyder and the British Hydrological Institution methods. The 1 hour UHs that were produced for both cases are presented in Figure 3. Figure 3: Snyder (top line) and British Institute (bottom line) unit hydrographs for each sub-basin of the study area. The Snyder UHs seem to describe more accurately the response of the basin and were finally selected for the construction of the design storm. It is assumed that the design storm follows the second distribution pattern as defined by Huff (Huff, 1970). All necessary information for the hydrological study of the area (including inter alia topographic and other characteristic of the sub-basins, values of parameters for Snyder UHs, the design storms etc.) was collected, properly processed and imported in a widely used hydrological model, HEC- HMS, version 3.5 (USACE, 2010a). The hydrological simulation with HEC-HMS resulted in the generation of discharge timeseries for different design storms at the outlets of all 3 sub-basins.